補強土模型之分析研究

An Analytical Study on the Model Reinforced Earth

10.29417/JCSWC.198503_16(1).0010

李正義(CHENG-YI LEE)

補強土 ； 補強玻璃纖維塑膠條 ； 烏山頭細砂 ； 塑膠面板 ； 纖維面板 ； reinforced earth ； reinforcing gIass fiber reinforced plastics strands ； Wu Shan Tou fine sand ； glass fiber facing unit ； plastic facing unit

中華水土保持學報

16卷1期（1985 / 03 / 01）

115 - 134

繁體中文

本文藉模型實驗以分析補強土之內部行爲。以玻璃壁模型櫃、烏山頭細砂、玻璃纖維強化塑膠條，塑膠及玻璃纖維浪板與儀器等設備、材料實施之。分析研究之結果如下：1.補強土模型中土壤應力之量度值與理論預測值均符合。理論自動土壓係數Ka = 0.33，而量度應力比分別爲0.31至0.85及0.33至0.93，且均隨塡土高度而變。2.補強土中玻璃纖維強化塑膠條應力隨塡土增加而變化，伹均趨近理論自動土壓力，或到達靜止土壓力。3.玻璃纖維強化塑膠條張應力分布與假設甚為符合，成一抛物線形。伹補強條最大張應力之位置與理論預測並不十分吻合。4.於補強土之水平土壤應力較換算玻璃纖維強化塑膠條應力（等值土壤應力）為大，可解釋係由土壤拱化作用所致。

This paper is to analyse the internal behavior of the reinforced earth under the model experiments. The experiments were carried out in the laboratory with glass-walled tank, Wu Shan-Tou fine sand used as back-filled material, glass fiber reinforced plastics strands used as reinforcement, glass-fiber and plastic wave plates used as facing unit. The study substantiates the following facts. 1. Measured and theoretical predicted soil stresses in the reinforced earth were consistent with each other. Theoretical active earth stress coefficient Ka is 0.33, but the ratio between horizontal stress and vertical stress from pressure cell at different spaces is 0.31-0.85 and 0.33-0.93, those values varied with respect to the height of the filled-sand. 2. The stress on reinforcing glass fiber reinforced plastics strands in the reinforced earth mass was increasing with the change of the height of fill, however, those stresses approached to theoretical active earth pressure σa, or reached the earth pressure at rest σ。. 3. The tensile stresses distribution on glass fiber reinforced plastics strands were well in agreement with the hypothesis, that made a parabola, but the loci of their maximum tensile stress were poorly in agreement with the theory. 4. Horizontal soil stresses in the reinforced earth section were higher than that converted glass fiber reinforced plastics strands stresses (those are equivalent soil stresses), the phenomenon probably illustrates attributable to the arching action of the soil.